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i JASKCON AVE DUPLEX I February 15, 2024 SDA Job # 9902 <br />ROOF LEFT A15 - WSW SEGMENTED WALL <br />Floor Info <br />ROOF Floor Level, e g Roof, 4TH, 3RD, 2ND <br />Ft-Rr Load Direction, e g Left -Right, Front -Rear <br />HF2 I Stud Wall SpeciestGrade <br />Structural Panels - Sheathing Sheathing type (T4.3A of SDPWS-2021) <br />1,00 Redundacy (p) for Seismic Force -Resisting System (ASCE7-16 §12 3 4) <br />ROOF Resisting Dead Load <br />Shearwall Se mane Lengths, Ad'. Total Len th = 43 0 ft <br />29.0 ft 14.0 ft <br />IV (ROOF) = <br />4756 lb <br />EV (ROOF) = <br />6519 to <br />TVO= <br />Olb <br />EVO= <br />Olb <br />TVO= <br />0lb <br />EVO= <br />0lb <br />EV()= <br />Olb <br />EV()= <br />0lb <br />E (Wind) = <br />4,756 Ito <br />7 (Smc) = <br />6,519 lb <br />ULT. v = <br />55 PLF <br />ULT. V x p = <br />76 PLF <br />ASD SHEAR WALL DESIGN PER: SDPWS-2021 <br />ULT. WIND CAPACITY: 1 x 0.93 x 730 PLF / (2 x 0.6) = 666 PLF <br />ULT. SEISMIC CAPACITY: 1 x 0.93 x 730 PLF / (2.8 x 0.7) = 346 PLF <br />Tributary Area (ROOF) <br />1 0 tributary width <br />2 0 total width <br />Tributary Area (2ND) <br />tributary width <br />total width <br />Tributary Area (NA) <br />t7 <br />tributary width <br />a <br />0 <br />total width <br />o <br />Tributary Area (NA) <br />o <br />tributary width <br />z <br />total width <br />3 <br />Height of Shearwall = 8.0 ft <br />Length of Shearwall = 1 14 0 It <br />Aspect Ratio OK <br />Holdown Above: NO HOLDOWN ABOVE <br />ASD C TOTAL = (floor above) + (this floor) = 727 Ibs Seismic controls -C3 (ASD eq 8): <br />ASD T TOTAL w/o DO = (floor above) + (this floor) = -181 Ibs Wind controls -T1 (ASD eq 7): <br />UNFACTORED OVERTURNING <br />LOADING <br />LOAD <br />[T] <br />[C] <br />WL <br />-1649lbs <br />458lbs <br />EQ <br />-628lbs <br />628lbs <br />DL <br />1951lbs <br />1951lbs <br />LUSL <br />2319 Ibs <br />2319 bbs <br />Chord PosVHoldown Info <br />6x I HF2 SizetS ecies/Grade <br />ASD Ductile Design Criteria/Anchor Failure <br />13.8 ft Calculated Effective Width <br />No Manually Enter Effective Width? (Yes/No) <br />Floor Info <br />ROOF Floor Level, e g Roof, 4TH, 3RD, 2ND <br />Ft-Rr Load Direction, e.g Left -Right, Front -Rear <br />HF2 I Stud Wall Species/Grade <br />Structural Panels - SheathingSheathing type (T4.3A of SDPWS-2021) <br />1 30 1 Redundacy (p) for Seismic Force -Resisting System (ASCE7-16 §12 3 4) <br />ROOF Resisting Dead Load <br />Shearwall Se ment Lengths Adl Total Length <br />son <br />EV (ROOF) = <br />4756 Ito <br />EV (ROOF) = <br />6519 lb <br />EV()= <br />0lb <br />EV()= <br />0lb <br />EVO= <br />Olb <br />EVO= <br />0lb <br />EVO= <br />0lb <br />EVO= <br />0lb <br />E (Wind) = <br />4.756 Ito <br />E (Smc) = <br />6,519 lb <br />ULT. v = <br />396 PLF <br />ULT. Vx p = <br />706 PLF <br />ASD SHEAR WALL DESIGN PER: SDPWS-2021 <br />ULT. WIND CAPACITY: 1 x 0.93 x 1680 PLF / (2 x 0.6) =1302 PLF <br />ULT. SEISMIC CAPACITY: 1 x 0.93 x 1680 PLF 1(2.8 x 0.7) = 797 PLF <br />WALL <br />Tributary Area (ROOF) <br />1.0 tributaryarea <br />2 0 total area <br />Tributary Area (2ND) <br />tributary area <br />total area <br />Tributary Area (NA) <br />z <br />tributary area <br />a <br />total area <br />o <br />Tributary Area (NA) <br />LJ <br />i <br />tributary area <br />`^ <br />w <br />total area <br />Weight of Shearwall = <br />10.0 Ibs <br />Tributary width for dead bad = <br />13.3 ft <br />Length of adjoining wall = <br />0.0 ft <br />R = <br />6.5 <br />Do = <br />2.5 <br />Seismic controls shearwall design <br />SHEARWALL TYPE: 1 <br />WSP <br />Chord Post : <br />2-2xt3� <br />Ft'g Holdown, Use? <br />Yes <br />-OK- <br />Framing Strap, Use? <br />No <br />NOT USED —� <br />Framing HDU, Use? <br />No <br />NOT USED <br />Tributary Area (ROOF) <br />1 0 tributary width <br />2 0 total wtdth <br />Tributary Area (2ND) <br />tributary width <br />total width <br />Tributary Area (NA) <br />tributary width <br />Z <br />0 <br />total width <br />a <br />0 <br />Tri butary Area (NA) <br />o <br />tributary width <br />Z <br />3 <br />total width <br />Height of Shearwall = 8 6 f <br />Length of Shearwall = 6 0 ft <br />Aspect Ratio OK <br />Holdown Above: t NO HOLDOWN ABOVE <br />ASD C TOTAL = (floor above) + (this floor) = 4252 Ibs Seismic controls -C3 (ASD eq 8): <br />ASD T TOTAL w/o 00 = (floor above) + (this floor) = 3743 Ibs Seismic controls -T2 (ASD eq 10): <br />UNFACTOHED OVERTURNING <br />LOADING <br />LOAD <br />[T j <br />[C] <br />WL <br />-3829lbs <br />3309lbs <br />EQ <br />-58951be <br />5895lbs <br />DL <br />848 ]be <br />848 the <br />LUSL <br />1013lbs <br />10131bs <br />Chord Post/Holdown into <br />6x HF2 Size/Species/Grade <br />ASD I Ductile I Design Criteria/Anchor Failure <br />5.8 ft Calculated Effective Width <br />No JM.nu.IIy Enter Effective Width? (Yes/No) <br />Tributary Area (ROOF) <br />1 0 tributary area <br />2 0 total area <br />Tributary Area (2ND) <br />tributary area <br />total area <br />TH buta ry Area (NA) <br />z <br />tributary area <br />¢ <br />total area <br />o <br />Tributary Area (NA) <br />tributary area <br />total area <br />Weight of Shearwall = <br />10.0lbs <br />Tributary width for dead load = <br />13.5 ft <br />Length of adjoining wall = <br />R= <br />65 <br />D0= <br />25 <br />Seismic controls shearwall design <br />SHEARWALL TYPE: 41 <br />j4- WSP <br />Chord Post: 2-2x6 <br />Ft'g Holdown, Use? No NOT USED <br />Framing Strap, Use? Yes CMSTC16 <br />Framing HDU, Use? No [ NOT USED <br />